LOAD CALCULATIONS: : : : Job No. Project Client Description Building Type = Length (o/o) Width (o/o) Width module Bay spacing Clear eave height Max. eave height Roof slope (θ) = = = = = = = 23.60 m 23.60 m Wt. of sheet & purline Dead Load (DL) = = 15.00 Kg/m² 1.01 KN/m Collateral Load on Rafter = = 15.00 Kg/m² 0.00 KN/m Live load/unit area, roof Live Load (LL) = = 75.00 Kg/m² 5.06 KN/m Basic wind speed (Vb) Design wind speed (Vz) where, = 47 m/s = Vbxk1xk2xk3 6.75 4.20 4.20 3.84 Rev. No. HQ 33 CORPS UG OPS ROOM/SANDMODEL ROOM Date Designed by LOADS ON THE MAIN SAND MODEL ROOF TRUSS Checked by : : : : R0 28/12/2015 vamsi m m m ˚ DEAD LOAD (DL) COLLATERAL LOAD Other Collateral Load = = 8.00 Kg/m² 0.54 KN/m LIVE LOAD (LL) WIND LOAD (WL) k1 = probability factor (risk coefficient) = 1 k2 = terrain, height and structure size factor = 0.98 k3 = topography factor = 1 Vz = 46.06 m/s Design wind pressure (pz) = pz = Terrain Category 3 Class B 0.6xVz² 1.273 KN/m² PRESURE COEFFICIENTS:~ Encloser condition of the building = Open Internal pressure coeff.(Cpi) = 0.70 h/w = 0.18 = h/w<=1/2 l/w = 1.00 = 1<l/w<=3/2 External pressure coeff.(Cpe) : Wind Angle (ө) 0 degree 90 degree Table 4 Coeff. For Wall Left Right 0.70 -0.25 -0.50 -0.50 Table 5 Coeff. For Roof Left Right -0.9350 -0.40 -0.80 -0.80 WIND LOAD DIAGRAMS:~ Wind Across the Ridge (With -Ve Cpi) -0.24 -2.02 KN/m 0.30 KN/m 12.03 1.40 Wind Across the Ridge (With +Ve Cpi) -1.64 -14.048KN/m -1.10 2.58 KN/m KN/m 3.87 0.45 KN/m 0.00 0.00 Wind Parallel to Ridge(With +Ve Cpi) -1.50 -12.89KN/m -1.50 KN/m -8.16 -0.95 -12.89 KN/m KN/m -10.31 -1.20 KN/m -10.31 -1.20 Wind Parallel to Ridge(With -Ve Cpi) -0.10 -0.86 KN/m -0.10 KN/m 1.72 0.20 KN/m -9.45 -0.86 KN/m KN/m 0.00 0.20 Note: 1) Values within the circles are the UDL .2) -Ve value means. load applied away from structure. 33% for design of elemen Dead Load + Crane Load + Wind Load Dead Load + Live Load + Collateral Load Dead Load + Wind Load Along Frame Dead Load + Wind Load Perpendicular to the Frame Dead Load + Crane Load Dead Load + Live Load + Wind Load Along Frame Dead Load + Live Load + Wind Load Perpendicular to the . Roof is octagonal hipped roof with hip Support conditions are FIXED for RCC Columns of the building and Truss supports on top of RCC The stability of the roof is provided through the diagonal bracing and strut purlins The roof purlins are beams supported on rigid frame rafters and span the ba LOAD COMBINATIONS (CRITICAL Dead Load + Seismic Load Dead Load + Live Load + Seismic Load Permissible Stresses have been increased by 33.DESIGN ASSUMPTIONS AND LOAD COMB The main frames are load bearing trusses on RCC columns . d frame rafters and span the bay spacing of the building. gonal bracing and strut purlins in line with end wall columns.S AND LOAD COMBINATIONS octagonal hipped roof with hip rafters providing the required slopes and stability.33% for design of elements where wind is critical. Crane Load + Wind Load ve Load + Collateral Load Wind Load Along Frame oad Perpendicular to the Frame oad + Crane Load oad + Wind Load Along Frame Wind Load Perpendicular to the Frame . NATIONS (CRITICAL) oad + Seismic Load Live Load + Seismic Load by 33. Truss supports on top of RCC Columns are one Pinned and one roller supports. The columns are RCC. Is the basic scheme of modeling ok. Is it ok to analyse the whole structure in one go or seperate the steel part and the RCC part. Luv Vamsi . 1. comment whether pipes have any marked advantage ( I was worried for the fabrication complexities) I await your response. How Do I apply wind loads on the hipped octagonal roof system. 6. Pl find att the staad file I have been wkg on My queries.Dear Kundu. ? 5. I m doubtful about the central vertical member @ the Crown. I chose members of the roof as double channel face to face making it a box. 2. 3. Are the jack rafters ok or should I go for mono-sloped trusses as Jack rafters in strad of simple memb I am trying to take the coeffs as in monosloped roof with variable angle of wind attack from 0 deg to 180 ( IS 8002007: Table 6) 4. Ne /improvement on the one proposed here.
Report "Wind Load Calculations as per IS 875-part 3"